A parametric study of an offshore concrete pile under combined loading conditions using finite element method

Size: px
Start display at page:

Download "A parametric study of an offshore concrete pile under combined loading conditions using finite element method"

Transcription

1 32 A paraetric stud of an offshore concrete pile under cobined loading conditions using finite eleent ethod J.A. Eicher, H. Guan 1 and D. S. Jeng School of Engineering, Griffith Universit Gold Coast Capus, QLD9726, Australia 1 Corresponding author, E-ail: h.guan@ailbo.gu.edu.au Received 11 Sep 2001; revised 28 Apr 2002; accepted 1 Ma ABSTRACT Offshore piles are coonl used as foundation eleents of various offshore structures, especiall large structures such as Tension Leg Platfors (TLP). The stress distribution within such a large structure is a doinant factor in the design procedure of an offshore pile. To provide a ore accurate and effective design, a finite eleent odel is eploed herein to deterine the stresses and displaceents in a concrete pile under cobined structural and wave loadings. The vertical structural load is essentiall a static load, while the lateral wave loading fluctuates in tie doain and is directl affected b the incident wave angle. The paraetric stud will consist of varing certain paraeters of the pile to stud the effects of the stress distribution under various cobinations of structural and wave loadings. KEYWORDS Offshore foundations, concrete pile, finite eleent analsis, wave load, wave-structure interaction. 1. Introduction Concrete piles are coon structural foundation eleents used to support offshore structures such as bridges, oil-rigs, and floating airports. The use of offshore structures is still a fairl new technique and there is still uch research to be done in this field. The loading of an offshore structure consists of two coponents: vertical structural loads and lateral wave loads. The cobinations of these two loading coponents have a significant ipact on how the pile reacts and the wa the stresses are distributed throughout the pile. Wave forces on the offshore structures are the ajor contribution to the total forces eperienced b such structures, particularl in rough weather. The calculation of the wave loads on vertical clinders is alwas of ajor concern to ocean engineers, especiall recentl when such studies are otivated b the need to build solid offshore structures in connection with oil and natural gas productions. The effects of various wave patterns on offshore piles have been investigated b nuerous researchers in the past [1-5]. In addition, structural engineers have also conducted research on offshore piles, considering pile capacit [6] and the effects of the structural loads on offshore piles. However, little stud on the effects of the cobined wave and varing structural loads on the pile has been found in the literature. The ai of this stud is to investigate the effects of the cobined loads on an offshore concrete pile and the effects of varing the pile paraeters. The stress distributions within the offshore concrete pile will be estiated. The change in the stress distribution and displaceent due to varing structural loads will also be studied through a paraetric stud.

2 33 2. Structural and Wave Loading 2.1 Dnaic Wave Pressure Water depth and wave period are two essential wave paraeters, which ust be considered in the design of an coastal structure. When the relative water depth (water depth/wave length, d/l) is less than 0.5, it is classified as a shallow water wave [7]. In this paper, the threediensional short-crested waves are considered for the dnaic wave loading. Short-crested waves are created b winds blowing over the surface of the water and have a finite lateral etent. Zhu [4] concluded that a short-crested wave eerts a saller dnaic force than a plane wave with the sae wave nuber in the sae direction of propagation. However, as the wave nuber of short-crested waves perpendicular to the propagation of the pla ne waves increases, the total wave load increases. The first-order solution of the short-crested wave loading proposed b Zhu [4] is used to calculate the wave load acting on the offshore concrete pile. The dnaic wave pressure at an point on the surface of the pile is given as [4] γ w A cosh k( z d ) iωt pd ( a, θ, z) e εεni Qn ( a, θ) 2 cosh kd + = (1) = 0 n= 0 where p d is the dnaic wave pressure acting on the pile, a is the radius of the pile, θ is the angle around the circuference of the pile where the wave load is being calculated, and z is the vertical depth fro the surface of the water to the point where the wave load is being calculated. In Equation (1), γ w is the unit weight of water, A is the aplitude of the waves being considered, k (=2π/L, L is the wavelength) is the wave nuber, and d is the total depth of water. Fig. 1 shows soe of these variables. Also in Equation (1), i is equal to 1, ω is the wave frequenc, and t is the second of the wave period that the wave load is being calculated. A water level a θ α = 0 d z sea bed Fig. 1 Definition of variables. In Equation (1), paraeters ε, ε n and Q n ( a, θ) are defined as follows [4] ε 1 when, = 0, ε n n = 2 when, n 0 where Q A ( a, θ) = [ J ( ka) J 2 n ( k a) AnH + ( ka) ] cos( + n)θ J ( ka) J ( k a) BnH ( ka) cos k J' ( k a) J ( k a) + k J ( k a) J' ( k a) [ ] ( )θ n 2 n = + (3) kh' + ( ka) (2) (4a)

3 34 B n k J' = ( k a) J ( k a) + k J ( k a) J' ( k a) kh' ( ka) in which J represents the Bessel function of the first kind and H represents the Hankel function. In Equation (3), the wave nuber in the - and -directions, k and k, can be epressed as k = k cosα and k = k sin α (5) where α is the incident wave angle. 2.2 Static Water Pressure The pressure that noral hdrostatic water eerts on a vertical surface can be found easil, varing onl with the depth of the water. The pressure can be calculated as follows [7]: p z s = γ w (6) where p s is the static water pressure. 2.3 Vertical Structural Load The structural load is a vertical pressure load and is deterined b using structural/water pressure ratios. The structural loads applied to the pile range fro a ratio of zero, i.e. without structural load, to 10 ties the static water pressure. Fig. 2 shows all the loads acting together on the pile. Structural load Static water pressure 3. Nuerical Stud Dnaic wave load wave crest wave trough Fig. 2 Loading on the offshore pile (4b) Static water pressure Dnaic wave pressure The finite eleent analsis software, STRAND7 [8], is used in this stud. The pile is odelled using 20-node brick eleents ecept for the inner ring where 15-node wedge eleents are used. A fied support condition is provided at the points where the pile is ebedded into the ocean bed. For the concrete pile, the Young s odulus is 28,600 MPa and the Poisson s ratio is Convergence of Model Before finalising the odel, a convergence stud is perfored under the structural and the static wave pressure to deterine the ost appropriate esh size to use. Based on the results fro the convergence stud, the calculated loads are then applied and the analses are perfored to find the resulting stress and strain distributions as well as the resulting displaceents.

4 35 Two series of convergence studies are perfored. The first convergence test is to refine the esh verticall above and below the surface water level. The second convergence test is to refine the esh on the cross-section of the pile. In total, fifteen different odels are used for the tests, including three variations of the esh in the vertical direction on the surface water level (Models X, Y, and Z), and for each of these three odels, five variations of esh on the cross-section (4, 6, 8, 10, and 12 rings). The details of the different esh schees are shown in Fig. 3. It should be noted that due to the nature of a 20-node brick, the side nodes of each brick eleent for an interediate ring. Radius= 1 Model X Model Y Model Z (a) control pile odel and vertical esh refineent at surface water level 4 rings 6 rings 8 rings 10 rings 12 rings Section 1-1 (b) esh refineent through cross-section Fig. 3 Pile odels used for convergence stud

5 36 The tpical results of the convergence stud are presented in Fig. 4. Fig. 4a presents the distribution of the von Mises stress at point A (refer to Fig. 5) versus the nuber of rings for Models X, Y, and Z. As can be seen in Fig. 4a, the solution starts to converge when the 6-ring odel is adopted, with the change in slope between the 8, 10, and 12 ring odels being ver sall. Fig. 4b shows the vertical displaceent at point A versus Models X, Y, and Z for all nuber of ring odels. It can be noted that the convergence is achieved when Model Y is used rings von Mises stress (MPa) Models X, Y, and Z DZ () rings 10 rings 8 rings 6 rings rings 6 rings 8 rings 10 rings 12 rings X Y Z (a) von Mises stress at point A. (b) vertical displaceent at point A. Fig. 4 Results of the convergence stud Based on the convergence stud, Model Y with si rings is selected to siulate the control pile. This esh has 1320 bricks and 5505 nodes. The nuerical analsis is then carried out to include the static water pressure, the dnaic wave loads, as well as the varing structural loads. 3.2 Effects of Cobined Loading Conditions After appling the loading conditions to the final odel that is selected, the three-diensional finite eleent analses are perfored. The results of these analses show a significant difference in the stress distribution due to the different cobination of the loads. Fig. 5a shows the stress distribution of the centre surface of the pile due to the structural load of 10 ties the static water pressure. Under such loading conditions, the stress distribution is found to be setrical about the vertical central ais of the pile. The stress distribution due to the sae structural load together with the dnaic wave loads, which is at the tie two of a ten-second wave period (see Fig. 5b), illustrates how the stress concentrations change around the base of the pile. It should be noted that the location of the highest stress concentration varies over the period of a wave. 3.3 Ratio of Structural and Wave Loads One of the ajor concerns of this stud is to eaine the effects of the cobined loading on the offshore pile. To eaine the effects of increased structural loads on the overall behavior of the pile, the total displaceent of and the von Mises stress in the pile versus the ratio of structural load to static water pressure at the base of the pile are presented in Fig. 6. These results are taken at the sae point A as shown in Fig. 5. Again, these results are generated fro the analses perfored at tie zero of a wave period of 10 seconds. Also, a wave height of one eter is considered. The ratio of structural to water pressure ranges fro zero, with the pile having no structural load, to a structural load of 10 ties the static water pressure at the base of the pile. Fig. 6 clearl indicates that the total displaceents, as well as the stresses, increase linearl with the increasing structural load. The total displaceent is the displaceent resultant due to the coponents in the -, -, and z- directions. The total displaceent increases at a slope of approiatel 1/100 and the von Mises stress increases at a slope of approiatel 3/100.

6 37 Brick Stress: von Mise (MPa) Brick Stress: von Mise (MPa) Point A (on surface of pile) water level (a) cobined structural load and (b) cobined structural load and static water pressure dnaic water pressure Fig. 5 Contour of stress distribution due to cobined structural load and (a) static water pressure and (b) dnaic wave pressure Fig. 6 Variation of von Mises stress and displaceent under different structural and wave load ratios To have a better understanding of the behavior over the entire height of the pile, Fig. 7 deonstrates the resulting total displaceent and the von Mises stress under varing structural and wave load ratios. The results are taken at ten different locations with the sae - and - coordinates on the surface of the pile. The locations are at intervals of two eters, beginning two eters above the base of the pile. The results are shown at tie 0 of the 10-second control wave period. As seen in Fig. 7(a), the displaceent basicall increases linearl with the height of the pile, but there is a slight curvature to the relationship below the water surface at equal to 0.5. With a structural load to static water pressure ratio of zero, the displaceent is actuall greater along the entire height of the pile than that when a vertical load of 0.5 ties the static water pressure is applie d. Increasing the ratio fro 0.5 to 1, the total displaceent then begins to eceed the total displaceent with zero structural load at just over 2/3 the pile height.

7 38 Increasing the ratio again to 2, the total displaceent eceeds that with zero structural load over the entire height of the pile. Continuing to increase the ratio up to 10, the displaceent increases at equal increents at each of the ten locations. At the top of the pile, the displaceent increases at approiatel per unit increase of the ratio. Siilar results were taken for the von Mises stress, as shown in Fig. 7b. Siilar to the displaceent results, the von Mises stress is shown to be saller up to a certain height when the ratio of the structural load to static water pressure increases up to 4 than when there is a zero structural load. At a ratio of 4, the height at which the stress begins to eceed a ratio of zero is about 4 eters. Also, the stress in the top half of the pile is significantl saller up to a ratio of 4, this indicates that the wave loading is the ore critical loading condition. However, after the ratio increases above four, the structural load then causes the stress in the top half of the pile to increase, therefore becoing ore critical than at the base of the pile. The curves indicate that the stress reains constant above the surface water level up to just below the top of the pile, where the stress begins to significantl increase at ratios greater than 4. Total Displaceent () von Mises Stress (MPa) (a) change in total displaceent. (b) change in von Mises stress. Fig. 7 Results of increasing the structural to water pressure ratio at increasing heights on the pile. Brick Displaceent (DR) + z _ Structural load to static water pressure ratio Fig. 8 Resulting deforation of the piles as the structural load to water pressure ratio increases. Displaceent scale of 5%.

8 39 Fig. 8 illustrates the deforation of each pile under varing structural to wave load ratios b eans of a contour plot of the displaceent in the radial direction. The radial deforation presented in the Fig. is predicted under wave crests (i.e., t=0 second). The first three piles indicate that the deforation is significantl due to the deforation in the radial direction, which results fro the static and dnaic water pressure. The second pile tapers even ore than the first pile because the ratio of the vertical deforation to the lateral deforation is even saller than the first pile, which has no structural load. This displaceent response is also reflected in Fig. 7a, where the total displaceent due to the 0.5 load ratio is even less than that due to a zero load ratio. The defored shapes of the last five piles show ver little lateral deforation which suggests that the increase in static load has little effect on the total displaceent of the pile. 3.4 Paraetric Stud In addition to investigating the effects of increasing structural and wave load ratios, a stud is also undertaken to deterine the effects of varing paraeters of the control pile conditions. The paraeters that are used include the pile radius (a), and the water depth (d). The control value used for the radius, a, is 1 eter with a water depth, d, of 10 eters. To coplete the test for increasing water depths, a new odel is generated to be ore representative of a deep water situation. The control odel is scaled 5 ties the original diensions, creating a 100- eter pile odel with a 5-eter radius Effects of Varing Pile Radii Four additional odels are created to stud the effects of increasing pile radii. The radii used are 0.5, 0.75, 1.25, and 1.5 eters with the control radius being 1 eter. The size of esh used for this test is kept as close to the control pile as possible, reducing the nuber of rings for the 0.5 and 0.75 eter radius odels and increasing the nuber of rings for the 1.25 and 1.5 eter radius odels. The first set of results is taken over the period of the wave at point A (see Fig. 5b). Fig. 9a shows the variation of stress b using a non-diensional epression, dividing the von Mises stress b γ w H/2coshkd, where H is the wave height. As seen in Fig. 9a, the stress reains fairl constant over the period of the wave for piles having different radii. However, as the radius increases the stress in the pile significantl decreases. The ost significant decrease occurs when the pile radius increases fro 0.5 eter to 0.75 eter. There is a second significant decrease in stress between the 0.75 eter and 1 eter radii piles, but then the decreases in stress are less significant indicating that a 1 eter or 1.25 eter radius is adequate for the loading condition applied. VM/ w d/2coshkd 3.50E E E E E E E E+00 0 t/t Total Displaceent () (a) change in von Mises stress (b) change in total displaceent. Fig. 9 Results at point A on the pile as the radius of the pile increases fro 0.5 eters to 1.5 eters. t/t

9 40 Siilar decreases in displaceent are shown in Fig. 9b as the total displaceent in the -, -, and z-directions is plotted against the duration of the wave period. The sinusoidal curves indicate that the displaceent peaks at 1/3 and 2/3 the wave period. Again, the reduction in displaceent begins to level off when the radius reaches 1 eter or ore. The second set of results shown in Fig. 10 are taken over the height of the pile, at 2 eter intervals, with - coordinates reaining the sae and the - coordinate being on the surface of the pile. Siilar to the results shown for the structural load to static water pressure ratios, the total displaceent increases linearl for each odel, with the slope of the relationship decreasing as the radius increases. As before, the decrease in displaceent levels off b the 1 eter control odel. The stress behavior over the height of the pile is also siilar to Fig. 7b for the load ratio test in that the von Mises stress decreases to level off b the 1 eter and 1.25 eter odels. The stress reains fairl constant, increasing slightl fro the base of the pile up to the surface water level where the stress is constant up until just before the ver top of the pile. Total Displaceent () von Mises Stress (MPa) (a) change in total displaceent (b) change in von Mises stress Fig. 10 Results of increasing pile radius at increasing heights on the pile. Fig. 11 illustrates the deforation of the piles of the increasing radii. The contour plot is based on the total displaceent in the -, -, and z- directions at t = 2 seconds of the 10-second wave period, which is at the first peak of the sinusoidal wave. Displaed against the shadow of a non-defored pile, the aiu displaceent occurs at the top of the pile, but this aiu displaceent decreases as the pile radius increases. Brick Displaceent (Dz) + a z + in Pile radius, a Fig. 11 Resulting deforation of the piles as the radius increases. Displaceent scale of 10%.

10 Effects of Varing Water Depths A 100-eter odel is used to carr out a test to deterine the effects of an increasing water depth on an offshore pile. The odel used is five ties the size of the original control odel, having a 5-eter radius. The sae esh size is used, adding rings of bricks to the eterior of the original odel. In addition, the loading paraeters are kept at the original control values with a wave height of 1 eter, wave period of 10 seconds, and an angle of wave propagation of 15. The structural load is also kept at the control ratio of 10 ties the aiu static water pressure. The original odel has a water depth of half the pile height, i.e. 50 eters, and the other water depths are chosen to be 30, 40, 60, and 70 eters. Fig. 12 presents the stress and displaceent over the height of the pile. Fig. 12a deonstrates the effect of the increasing water depths on the stress distribution. The stress decreases linearl at equal slopes for all odels, levelling off at the surface water level where it then reains fairl constant, then increases slightl at the top of the pile. Fig. 12b shows the total displaceent of the pile as the water depths increase. It can be seen that the curvature of the displaceent variation is conve fro the base of the pile up to the surface water level. Then the curvature changes to concave fro the surface water level to the top of the pile. It should also be noted that once the water level rises above the id-height of the pile, the displaceent in the top of the colun significantl increases, while it onl slightl increases when the water level is at or below the id-height of the pile. von Mises Stress (MPa) Total Displaceent () (a) change in von Mises stress. (b) change in total displaceent. Fig. 12 Results of increasing the water depth on a 100 eter pile shown at increasing heights on the pile. Fig. 13 shows the deforation of the 100-eter piles with different water depths. The contour plot shows the distribution of the von Mises stress throughout the defored pile. The aqua section on each pile indicates the point at the surface water level where the change in curvature of the displaceent shown in Fig. 12b takes place. The defored piles are displaed again the shadow of a non-defored pile to show the increasing deforation as the water level increases Effects of Original Model Over the Wave Period To better understand the behavior of the pile, a stud is copleted to see how the 20-eter control odel reacts to the control loading condition over the period of the wave. Again, the results are taken at ten different locations at 2-eter intervals over the height of the pile, beginning 2 eters fro the base of the pile. These locations are on the surface of the pile with the sae - and - coordinates.

11 42 Fig. 14a shows the total displaceent at each point for each second of the wave period. At each of the ten locations, the displaceent increases up to t=2 s of the 10-second wave period, then begins to fall back down. B the tie t=5 s of the period, the displaceent is equal to that at tie zero, then begins to increase again until t=8 s. The peak displaceent at each location is at t=8 s after which the displaceent again falls back down b t=10 s, equal to the displaceent at tie zero and the ccle begins again. A siilar result is seen in Fig. 14b with the von Mises stress distribution. The stress above the surface water level reains constant throughout the wave period, but varies greatl towards the base of the pile. But siilar to Fig. 14a, the von Mises stress begins the wave period at approiatel 0.26 MPa, decreases down to 0.2 MPa b t=2 s of the wave period where it begins to increase again. B t=5 s, the stress is equivalent to tie zero, but then the stress begins to increase in the second half of the wave period. B t=8 s, the stress reaches a aiu of about 0.34 MPa where it begins to decrease back down to the start b t=10 s, which is the beginning of a new ccle. Brick Stress: von Mise + a z + in Water depth Fig. 13 Resulting deforation of the piles due to increasing the water height fro 30 eters to 70 eters. Total Displaceent () s 1 s 2 s 3 s 4 s 5 s 6 s 7 s 8 s 9 s 10 s 0, 5, and 10 s von Mises Stress (MPa) s 1 s 2 s 3 s 4 s 5 s 6 s 7 s 8 s 9 s 10 s 0 (a) change in total displaceent (b) change in von Mises stress. Fig. 14 Results showing the changes in total displaceent and von Mises stress over the period of the wave at increasing heights on the pile.

12 43 4. Conclusions In this stud, the deforation and stresses within an offshore concrete pile under cobined structural and wave loading is analsed b the finite eleent ethod. A control odel is analsed using a specific set of control data, then copared to succeeding odels as the pile and loading paraeters are changed. The paraeters used to coplete this stud are the structural to static water pressure ratio, the pile radius and the water depth. After copiling and analsing the results fro each test, the following conclusions can be ade: The structural load does have a significant ipact on the overall behavior of the pile under the cobined loading conditions and ust be considered when designing a pile under siilar conditions. Changing the paraeters of the pile and loading condition has a significant ipact on the resulting stress distributions and displaceents. An adequate pile radius should be used to reduce the aount of stress at the critical points. The critical failure point can be located in the pile, but will continue to ove around the pile over the period of the wave so this ust be considered in the design procedure. A design procedure for a pile considering a structural load onl half of the water pressure should not be the sae as a design procedure for a structural load of ten ties the water pressure. Siilarl, a pile designed for a location with a water depth below the id-height of the pile should not be designed according to the sae procedure as location with a water depth of 2/3 the height of the pile. Using the results provided here, ore effective design codes can be forulated to take into account the behavior of the pile to a specific structural load to water pressure ratio, as well as to account for a varing loading conditions siilar to those adopted in this stud. References 1. M.C. Au, and C.A. Brebbia, Diffraction of water waves for vertical clinders using boundar eleents, Applied Matheatical Modelling, Vol. 7, April 1983, pp S.K. Chakarabarti, A. Ta, Interaction of waves with large vertical clinder, Journal of Ship Research, Vol. 19, March 1975, pp H. Raan, N. Jothishankar, and P. Venkatanarasaiah, Nonlinear wave interaction with vertical clinder of large diaeter, Journal of Ship Research, Vol. 21, No. 1, June 1977, pp S. Zhu, Diffraction of short-crested waves around a circular clinder, Ocean Engineering, Vol. 20, No.4, 1993, pp S. Zhu, and G. Moule, Nuerical calculation of forces induced b short-crested waves on a vertical clinder of arbitrar cross-section, Ocean Engineering, Vol. 21, No. 7, 1994, pp W.H. Tang, Uncertainties in offshore aial pile capacit, Foundation Engineering: Current Principles and Practices, New York, NY, 1989, pp R.M. Sorensen, Basic Coastal Engineering, Chapan & Hall, New York, NY, G+D Coputing. Using Strand7: Introduction to the Strand7 finite eleent analsis sste, Sdne, Australia, 1999.

Stress and deformation of offshore piles under structural and wave loading

Stress and deformation of offshore piles under structural and wave loading Stress and deformation of offshore piles under structural and wave loading Author Eicher, Jackie, Guan, Hong, Jeng, Dong-Sheng Published 2003 Journal Title Ocean Engineering DOI https://doi.org/10.1016/s0029-8018(02)00031-8

More information

Wave Force on Coastal Dike due to Tsunami

Wave Force on Coastal Dike due to Tsunami Wave Force on Coastal Dike due to Tsunai by Fuinori Kato 1, Shigeki Inagaki 2 and Masaya Fukuhaa 3 ABSTRACT This paper presents results of large-scale experients on wave force due to tsunai. A odel of

More information

Ripple Tank: Instruction Manual

Ripple Tank: Instruction Manual Ripple Tank: Instruction Manual The Ripple Tank coprises the following individual parts: Assebly of the ripple tank: Water Tank.......1pcs Detachable legs....3pcs Angular holders.......2pcs Plate fitting...1pcs

More information

IMPROVED SPECTRAL WAVE MODELLING OF WHITE-CAPPING DISSIPATION IN SWELL SEA SYSTEMS

IMPROVED SPECTRAL WAVE MODELLING OF WHITE-CAPPING DISSIPATION IN SWELL SEA SYSTEMS Proceedings of OMAE 2004: 23rd International Conference on Offshore Mechanics and Arctic Engineering 20-25 June 2004, Vancouver, Canada OMAE2004-51562 IMPROVED SPECTRAL WAVE MODELLING OF WHITE-CAPPING

More information

Unit Activity Answer Sheet

Unit Activity Answer Sheet Geoetry Unit Activity Answer Sheet Unit: Extending to Three Diensions This Unit Activity will help you eet these educational goals: Matheatical Practices You will use atheatics to odel real-world situations.

More information

NUMERICAL STUDY OF WAVE-CURRENT INTERACTION USING HIGH RESOLUTION COUPLED MODEL IN THE KUROSHIO REGION

NUMERICAL STUDY OF WAVE-CURRENT INTERACTION USING HIGH RESOLUTION COUPLED MODEL IN THE KUROSHIO REGION NUMERICAL STUDY OF WAVE-CURRENT INTERACTION USING HIGH RESOLUTION COUPLED MODEL IN THE KUROSHIO REGION Hitoshi TAMURA Frontier Research Center for Global Change/JAMSTEC 373- Showaachi, Kanazawa-ku, Yokohaa,

More information

Design of Saddle Support for Horizontal Pressure Vessel Vinod Kumar, Navin Kumar, Surjit Angra, Prince Sharma

Design of Saddle Support for Horizontal Pressure Vessel Vinod Kumar, Navin Kumar, Surjit Angra, Prince Sharma World Acadey of Science, Engineering and Technology Vol:8, No:, 0 Design of Saddle Support for Horizontal Pressure Vessel Vinod Kuar, Navin Kuar, Surjit Angra, Prince Shara International Science Index,

More information

Projectile Motion Lab (2019)

Projectile Motion Lab (2019) Nae: Date: Partner(s): Period: Projectile Motion Lab (2019) Object: Measure the velocity of a ball using two Photogates and coputer software for tiing. Apply concepts fro two-diensional kineatics to predict

More information

Recommendations on Two Acceleration Measurements with Low Strain Integrity Test

Recommendations on Two Acceleration Measurements with Low Strain Integrity Test Recoendations on Two Acceleration Measureents with Low Strain Integrity Test Liqun Liang, PhD., P.E., 1 Scott Webster, P.E., 2 and Marty Bixler, P.E. 3 1 Pile Dynaics Inc., 3725 Aurora Rd, Cleveland, Ohio

More information

Race car damping 2. Fig-1 quarter car model.

Race car damping 2. Fig-1 quarter car model. Race car daping A nuber of issues ago I wrote an article on exploring approaches to specify a race car daper. This article is the second in that series and we shall be following on fro where we left off.

More information

An Indian Journal FULL PAPER ABSTRACT KEYWORDS. Trade Science Inc.

An Indian Journal FULL PAPER ABSTRACT KEYWORDS. Trade Science Inc. [Type text] [Type text] [Type text] ISSN : 0974-7435 Volue 10 Issue 24 BioTechnology 2014 An Indian Journal FULL PAPER BTAIJ, 10(24), 2014 [15430-15434] Mechanical analysis of tennis racket and ball during

More information

Brian P. Casaday and J. C. Vanderhoff Brigham Young University, Provo, Utah

Brian P. Casaday and J. C. Vanderhoff Brigham Young University, Provo, Utah P. SIMLATIOS OF ITERAL WAVES APPROACHIG A CRITICAL LEVEL Brian P. Casaday and J. C. Vanderhoff Brigha Young niversity, Provo, tah. BACKGROD Internal gravity waves exist abundantly in our world in stably-stratified

More information

Guide to Target Archery Rounds, Scoring, Handicaps and Classifications

Guide to Target Archery Rounds, Scoring, Handicaps and Classifications Guide to Target Archery Rounds, Scoring, Handicaps and Classifications 2016 Contents 1Target Archery Rounds...3 1.1Iperial Outdoor Rounds...4 1.2Metric Outdoor Rounds...5 1.3Indoor Rounds...6 1.4Shooting

More information

Name: Answer Key Date: Regents Physics. Waves

Name: Answer Key Date: Regents Physics. Waves Nae: Answer Key Date: Regents Physics Test # 13 Review Waves 1. Use GUESS ethod and indicate all vector directions. 2. Ters to know: echanical wave, transverse wave, longitudinal wave, surace wave, electroagnetic

More information

Fish Farm Consent Modelling. Poll na Gille

Fish Farm Consent Modelling. Poll na Gille Poll na Gille February 2014 Report Written by Environental Manager Marine Harvest Scotland Fars Office Blar Mhor Industrial Estate Fort Willia, PH33 7PT Tel: + 44(0)1397 70 1550 Fax: + 44(0)1397 70 1174

More information

Numerical simulation on fluctuation in wellhead pressure of geothermal well

Numerical simulation on fluctuation in wellhead pressure of geothermal well Wellhead pressure (MPa) PROCEEDINGS, Thirty-Ninth Workshop on Geotheral Reservoir Engineering Stanford University, Stanford, California, February 4-6, 014 SGP-TR-0 Nuerical siulation on fluctuation in

More information

Integration of Lean Approaches to Manage a Manual Assembly System

Integration of Lean Approaches to Manage a Manual Assembly System Open Journal of Social Sciences, 204, 2, 226-23 Published Online Septeber 204 in SciRes. http://www.scirp.org/journal/jss http://dx.doi.org/0.4236/jss.204.29038 Integration of Lean Approaches to Manage

More information

Guide to Target Archery Rounds, Scoring, Handicaps and Classifications

Guide to Target Archery Rounds, Scoring, Handicaps and Classifications Guide to Target Archery Rounds, Scoring, Handicaps and Classifications Produced by Malcol North (Herts Group of Archery Coaches) Page 1 of 11 Contents 1Target Archery Rounds...3 1.1Iperial Outdoor Rounds...3

More information

An improvement in calculation method for apparel assembly line balancing

An improvement in calculation method for apparel assembly line balancing Indian Journal of Fibre & Textile Research Vol.38, Septeber 2013, pp 259-264 An iproveent in calculation ethod for apparel assebly line balancing F Khosravi 1, a, A H Sadeghi 1 & F Jolai 2 1 Textile Departent,

More information

A Numerical Prediction of Wash Wave and Wave Resistance of High Speed Displacement Ships in Deep and Shallow Water

A Numerical Prediction of Wash Wave and Wave Resistance of High Speed Displacement Ships in Deep and Shallow Water การประช มว ชาการเคร อข ายว ศวกรรมเคร องกลแห งประเทศไทยคร งท 18 18- ต ลาคม 547 จ งหว ดขอนแก น A Nuerical Prediction of Wash Wave and Wave Resistance of High Speed Displaceent Ships in Deep and Shallow Water

More information

MODELLING THE EFFECTS OF PEDESTRIANS ON INTERSECTION CAPACITY AND DELAY WITH ACTUATED SIGNAL CONTROL

MODELLING THE EFFECTS OF PEDESTRIANS ON INTERSECTION CAPACITY AND DELAY WITH ACTUATED SIGNAL CONTROL MODELLING THE EFFECTS OF PEDESTRIANS ON INTERSECTION CAPACITY AND DELAY WITH ACTUATED SIGNAL CONTROL ABSTRACT Zong Tian, Ph.D., P.E. Feng Xu, Graduate Assistant Departent of Civil and Environental Engineering

More information

Wave Propagation and Shoaling

Wave Propagation and Shoaling Wave Propagation and Shoaling Focus on movement and natural alteration of the characteristics of waves as they travel from the source region toward shore Waves moving from deep to intermediate/shallow

More information

An experimental study of internal wave generation through evanescent regions

An experimental study of internal wave generation through evanescent regions An experimental study of internal wave generation through evanescent regions Allison Lee, Julie Crockett Department of Mechanical Engineering Brigham Young University Abstract Internal waves are a complex

More information

Estimation of the Effect of Cadence on Gait Stability in Young and Elderly People using Approximate Entropy Technique

Estimation of the Effect of Cadence on Gait Stability in Young and Elderly People using Approximate Entropy Technique MEASUREMENT SCIENCE REVIEW, Volue 4, Section 2, 4 Estiation of the Effect of Cadence on Gait Stability in Young and Elderly People using Approxiate Entropy Technique M. Arif *, Y. Ohtaki **, R. Nagatoi

More information

ASSESSMENT AND ANALYSIS OF PIPELINE BUCKLES

ASSESSMENT AND ANALYSIS OF PIPELINE BUCKLES ASSESSMENT AND ANALYSIS OF PIPELINE BUCKLES GE Oil & Gas PII Pipeline Solutions Inessa Yablonskikh Principal Consultant Aberdeen, November, 14 th 2007 Assessment And Analysis Of Pipeline Buckles Introduction

More information

3D simulation of ship motions to support the planning of rescue operations on damaged ships

3D simulation of ship motions to support the planning of rescue operations on damaged ships Procedia Coputer Science Volue 51, 2015, Pages 2397 2405 ICCS 2015 International Conference On Coputational Science 3D siulation of ship otions to support the planning of rescue operations on daaged ships

More information

Chapter 10 Waves. wave energy NOT the water particles moves across the surface of the sea. wave form moves and with it, energy is transmitted

Chapter 10 Waves. wave energy NOT the water particles moves across the surface of the sea. wave form moves and with it, energy is transmitted Capillary Waves, Wind Waves, Chapter 10 Waves Anatomy of a Wave more like a real wave Tsunamis, Internal waves big waves huge waves rogue waves small waves more like a sine wave Wave direction Wave wave

More information

Lesson 14: Simple harmonic motion, Waves (Sections )

Lesson 14: Simple harmonic motion, Waves (Sections ) Circular Motion and Simple Harmonic Motion The projection of uniform circular motion along any ais (the -ais here) is the same as simple harmonic motion. We use our understanding of uniform circular motion

More information

Fish Habitat Design, Operation and Reclamation Worksheets for

Fish Habitat Design, Operation and Reclamation Worksheets for Fish Habitat Design, Operation and Reclaation Worksheets for Appendix A Project Location Worksheet Applicant Nae: Strea Nae: Watershed Nae: Fish Habitat Suitability Classification Water Quality Zone Operation

More information

Wave Motion. interference destructive interferecne constructive interference in phase. out of phase standing wave antinodes resonant frequencies

Wave Motion. interference destructive interferecne constructive interference in phase. out of phase standing wave antinodes resonant frequencies Wave Motion Vocabulary mechanical waves pulse continuous periodic wave amplitude period wavelength period wave velocity phase transverse wave longitudinal wave intensity displacement amplitude phase velocity

More information

CE 533 Hydraulic System Design I. Chapter 1 Gradually-Varied Flow

CE 533 Hydraulic System Design I. Chapter 1 Gradually-Varied Flow CE 533 Hdraulic Sstem Design I Chapter 1 Graduall-Varied Flow Introduction A control is an feature which determines a relationship between depth and discharge. The uniform flow itself ma be thought of

More information

Linear Seakeeping High Sea State Applicability

Linear Seakeeping High Sea State Applicability Proceedings of the 16 th International Ship Stability Workshop, 5-7 June 2017, Belgrade, Serbia 1 Linear Seakeeping High Sea State Applicability Tiothy C. Sith, Naval Surface Warfare Center Carderock Division,

More information

Physics 11. Unit 7 (Part 1) Wave Motion

Physics 11. Unit 7 (Part 1) Wave Motion Physics 11 Unit 7 (Part 1) Wave Motion 1. Introduction to wave Wave motion is a popular phenomenon that we observe often in our daily lives. For example, light waves, sound waves, radio waves, water waves,

More information

SUPERGEN Wind Wind Energy Technology Rogue Waves and their effects on Offshore Wind Foundations

SUPERGEN Wind Wind Energy Technology Rogue Waves and their effects on Offshore Wind Foundations SUPERGEN Wind Wind Energy Technology Rogue Waves and their effects on Offshore Wind Foundations Jamie Luxmoore PhD student, Lancaster University SUPERGEN Wind II - 7 th training seminar 3 rd - 4 th September

More information

Investigation of Stresses in Ring Stiffened Circular Cylinder

Investigation of Stresses in Ring Stiffened Circular Cylinder International Journal of Engineering and Technical Research (IJETR) ISSN: 2321-869, Volume-2, Issue-9, September 214 Investigation of Stresses in Ring Stiffened Circular Cylinder Neetesh N. Thakre, Dr.

More information

Side wall effects of ship model tests in shallow water waves

Side wall effects of ship model tests in shallow water waves Side wall effects of ship model tests in shallow water waves Manases Tello Ruiz 1*, Wim Van Hodonck, Guillaume Delefortrie, and Marc Vantorre 1 * 1Ghent Universit, Technologiepark Zwijnaarde 9, Ghent 95,

More information

Effect of Surface Morphing on the Wake Structure and Performance of Pitching-rolling Plates

Effect of Surface Morphing on the Wake Structure and Performance of Pitching-rolling Plates Effect of Surface Morphing on the Wake Structure and Perforance of Pitching-rolling Plates Yan Ren 1, Geng Liu 2 and Haibo Dong 3 Departent of Mechanical & Aerospace Engineering University of Virginia,

More information

AppendkA. Prototype Labyrinth Spillways

AppendkA. Prototype Labyrinth Spillways AppendkA Prototype Labyrinth Spillways 131 This page intentionally left blank HYDRAULIC DESIGN OF LABYRINTH WEIRS 133 Labyrinth Spillway Installations noted in the Literature Nae Country Year Built Q 3/s

More information

Simulating the effects of fatigue and pathologies in gait

Simulating the effects of fatigue and pathologies in gait Siulating the effects of fatigue and pathologies in gait T Koura 1, A Nagano, H Leung 3 and Y Shinagawa 4 1,3 Departent of Coputer Engineering and Inforation Technology, City University of Hong Kong, 83

More information

EXPERIMENTAL RESEARCH ON COEFFICIENT OF WAVE TRANSMISSION THROUGH IMMERSED VERTICAL BARRIER OF OPEN-TYPE BREAKWATER

EXPERIMENTAL RESEARCH ON COEFFICIENT OF WAVE TRANSMISSION THROUGH IMMERSED VERTICAL BARRIER OF OPEN-TYPE BREAKWATER EXPERIMENTAL RESEARCH ON COEFFICIENT OF WAVE TRANSMISSION THROUGH IMMERSED VERTICAL BARRIER OF OPEN-TYPE BREAKWATER Liehong Ju 1, Peng Li,Ji hua Yang 3 Extensive researches have been done for the interaction

More information

The Handtmann Armaturenfabrik. Safety without compromise. Safety valves for liquids, gases, and steam

The Handtmann Armaturenfabrik. Safety without compromise. Safety valves for liquids, gases, and steam The Handtann Araturenfabrik Safety without coproise for liquids, gases, and stea f Safety Valves FoodSafe Tradition Meets Innovation fro Handtann are first choice for hygienically sensitive product areas

More information

Ripple Tank Exploring the Properties of Waves Using a Ripple Tank

Ripple Tank Exploring the Properties of Waves Using a Ripple Tank Exploring the Properties of Waves Using a The ripple tank is a shallow, glass-bottomed container that is filled with water to a depth of 1 or 2 centimeters. There is a light source that is placed above

More information

INTRODUCTION TO WAVES. Dr. Watchara Liewrian

INTRODUCTION TO WAVES. Dr. Watchara Liewrian INTRODUCTION TO WAVES Dr. Watchara Liewrian What are Waves? Rhythmic disturbances that carry energy without carrying matter Types of Waves Mechanical Waves need matter (or medium) to transfer energy A

More information

Surface Waves NOAA Tech Refresh 20 Jan 2012 Kipp Shearman, OSU

Surface Waves NOAA Tech Refresh 20 Jan 2012 Kipp Shearman, OSU Surface Waves NOAA Tech Refresh 20 Jan 2012 Kipp Shearman, OSU Outline Surface winds Wind stress Beaufort scale Buoy measurements Surface Gravity Waves Wave characteristics Deep/Shallow water waves Generation

More information

AN OPTIMIZATION MODEL AND ALGORITHM OF STUDENTS' PHYSICAL FITNESS TEST SEQUENCE

AN OPTIMIZATION MODEL AND ALGORITHM OF STUDENTS' PHYSICAL FITNESS TEST SEQUENCE 28 th February 203. Vol. 48 3 2005-203 JATIT & LLS. All rights reserved. ISSN: 992-8645 www.jatit.org E-ISSN: 87-395 AN OPTIMIZATION MODEL AND ALGORITHM OF STUDENTS' PHYSICAL FITNESS TEST SEQUENCE JINSONG

More information

501 Interchange Design Interchange Design Considerations... 10

501 Interchange Design Interchange Design Considerations... 10 5 Interchange Design Table of Contents 51 Interchange Design... 1 51.1 General...1 51.2 Interchange Type...1 51.2.1 Diaond Interchanges... 1 51.2.1.1 Tight Urban Diaond Interchange (TUDI)... 1 51.2.1.2

More information

An integrated three-dimensional model of wave-induced pore pressure and effective stresses in a porous seabed: II. Breaking waves

An integrated three-dimensional model of wave-induced pore pressure and effective stresses in a porous seabed: II. Breaking waves An integrated three-dimensional model of wave-induced pore pressure and effective stresses in a porous seabed: II. Breaking waves Author Jeng, D., Zhang, Hong Published 2005 Journal Title Ocean Engineering

More information

Waves. harmonic wave wave equation one dimensional wave equation principle of wave fronts plane waves law of reflection

Waves. harmonic wave wave equation one dimensional wave equation principle of wave fronts plane waves law of reflection Waves Vocabulary mechanical wave pulse continuous periodic wave amplitude wavelength period frequency wave velocity phase transverse wave longitudinal wave intensity displacement wave number phase velocity

More information

DETRMINATION OF A PLUNGER TYPE WAVE MAKER CHARACTERISTICE IN A TOWING TANK

DETRMINATION OF A PLUNGER TYPE WAVE MAKER CHARACTERISTICE IN A TOWING TANK The 9 th International Conference on Coasts, Ports and Marine Structures (ICOPMAS 2010) 29 Nov.-1 Dec. 2010 (Tehran) DETRMINATION OF A PLUNGER TYPE WAVE MAKER CHARACTERISTICE IN A TOWING TANK sayed mohammad

More information

Wave behaviour in the inner surf zone

Wave behaviour in the inner surf zone Wave behaviour in the inner surf zone Hannah POWER 1 and Michael HUGHES 2 Abstract: The inner surf zone is a critical component of models that are used to predict nearshore wave behaviour and beach morphodynamics.

More information

Chapter 11 Waves. Waves transport energy without transporting matter. The intensity is the average power per unit area. It is measured in W/m 2.

Chapter 11 Waves. Waves transport energy without transporting matter. The intensity is the average power per unit area. It is measured in W/m 2. Energy can be transported by particles or waves: Chapter 11 Waves A wave is characterized as some sort of disturbance that travels away from a source. The key difference between particles and waves is

More information

Waves Wave Characteristics

Waves Wave Characteristics Name: Date: Waves 4.4 Wave Characteristics. A transverse travelling wave has amplitude A 0 and wavelength λ. The distance between a crest and its neighbouring trough, measured in the direction of energy

More information

Lecturer at Hydraulic Engineering, Vietnam Maritime university Address, Haiphong, Vietnam 2

Lecturer at Hydraulic Engineering, Vietnam Maritime university Address, Haiphong, Vietnam 2 OVERTOPPING FOR RUBBLE MOUND BREAKWATER ARMOURED WITH THE NEW BLOCK RAKUNAIV Le Thi Huong Giang 1, Thieu Quang Tuan 2, Pha Van Trung 3 1,3 Lecturer at Hydraulic Engineering, Vietna Maritie university Address,

More information

The water outgassing rate of internal surfaces of vacuum systems

The water outgassing rate of internal surfaces of vacuum systems Journal of Physics: Conference Series PAPER OPEN ACCESS The water outgassing rate of internal surfaces of vacuu systes Recent citations - Soe probles of the vacuu technique developent L N Rozanov and A

More information

Stable bipedal walking with a swing-leg protraction strategy

Stable bipedal walking with a swing-leg protraction strategy To cite this article: Bhounsule, Pranav A., and Zaani, Ali. Stable bipedal walking with a swing-leg protraction strategy. Journal of Bioechanics 51 (017): 13-17. Stable bipedal walking with a swing-leg

More information

The Adequacy of Pushover Analysis to Evaluate Vulnerability of Masonry Infilled Steel Frames Subjected to Bi-Directional Earthquake Loading

The Adequacy of Pushover Analysis to Evaluate Vulnerability of Masonry Infilled Steel Frames Subjected to Bi-Directional Earthquake Loading The Adequacy of Pushover Analysis to Evaluate Vulnerability of Masonry Infilled Steel Frames Subjected to Bi-Directional Earthquake Loading B.Beheshti Aval & M. Mohammadzadeh K.N.Toosi University of Technology,

More information

SEMI-SUBMERSIBLE YACHT CONCEPT: RETHINKING BEHAVIOUR AT ANCHOR AND GENESIS OF THE COMFORT DRAFT

SEMI-SUBMERSIBLE YACHT CONCEPT: RETHINKING BEHAVIOUR AT ANCHOR AND GENESIS OF THE COMFORT DRAFT 24 th International HISWA Syposiu on Yacht Design and Yacht Construction 14 and 15 Noveber 2016, Asterda, The Netherlands, RAI Asterda SEMI-SUBMERSIBLE YACHT CONCEPT: RETHINKING BEHAVIOUR AT ANCHOR AND

More information

ISOLATION OF NON-HYDROSTATIC REGIONS WITHIN A BASIN

ISOLATION OF NON-HYDROSTATIC REGIONS WITHIN A BASIN ISOLATION OF NON-HYDROSTATIC REGIONS WITHIN A BASIN Bridget M. Wadzuk 1 (Member, ASCE) and Ben R. Hodges 2 (Member, ASCE) ABSTRACT Modeling of dynamic pressure appears necessary to achieve a more robust

More information

Procedia Engineering 00 2 (2010) (2009) Properties of friction during the impact between tennis racket surface and ball

Procedia Engineering 00 2 (2010) (2009) Properties of friction during the impact between tennis racket surface and ball Procedia Engineering 00 2 (2010) (2009) 000 000 2973 2978 Procedia Engineering www.elsevier.com/locate/procedia 8 th Conference of the International Sports Engineering Association (ISEA) Properties of

More information

Numerical modeling of refraction and diffraction

Numerical modeling of refraction and diffraction Numerical modeling of refraction and diffraction L. Balas, A. inan Civil Engineering Department, Gazi University, Turkey Abstract A numerical model which simulates the propagation of waves over a complex

More information

MODULE 5 ADVANCED MECHANICS EXPERIMENT 533 PROJECTILE MOTION VISUAL PHYSICS ONLINE

MODULE 5 ADVANCED MECHANICS EXPERIMENT 533 PROJECTILE MOTION VISUAL PHYSICS ONLINE VISUAL PHYSICS ONLINE MODULE 5 ADVANCED MECHANICS EXPERIMENT 533 PROJECTILE MOTION A video was recorded of a golf ball launched from a table. The video was then plaed back frame-b-frame and the positions

More information

Critical Gust Pressures on Tall Building Frames-Review of Codal Provisions

Critical Gust Pressures on Tall Building Frames-Review of Codal Provisions Dr. B.Dean Kumar Dept. of Civil Engineering JNTUH College of Engineering Hyderabad, INDIA bdeankumar@gmail.com Dr. B.L.P Swami Dept. of Civil Engineering Vasavi College of Engineering Hyderabad, INDIA

More information

Abstract. 1 Introduction

Abstract. 1 Introduction A computational method for calculatingthe instantaneous restoring coefficients for a ship moving in waves N. El-Simillawy College of Engineering and Technology, Arab Academyfor Science and Technology,

More information

Bubble Augmented Propulsion with a Convergent-Divergent Nozzle

Bubble Augmented Propulsion with a Convergent-Divergent Nozzle 30 th Syposiu on Naval Hydrodynaics Hobart, Tasania, Australia, -7 Noveber 014 Bubble Augented Propulsion with a Convergent-Divergent Nozzle Jin-Keun Choi, Xiongjun Wu, and Georges L. Chahine (DYNAFLOW,

More information

Chapter 16. Waves-I Types of Waves

Chapter 16. Waves-I Types of Waves Chapter 16 Waves-I 16.2 Types of Waves 1. Mechanical waves. These waves have two central features: They are governed by Newton s laws, and they can exist only within a material medium, such as water, air,

More information

Testing TELEMAC-2D suitability for tsunami propagation from source to near shore

Testing TELEMAC-2D suitability for tsunami propagation from source to near shore Testing TELEMAC-2D suitability for tsunami propagation from source to near shore Alan Cooper, Giovanni Cuomo, Sébastien Bourban, Michael Turnbull, David Roscoe HR Wallingford Ltd, Howbery Park, Wallingford,

More information

ITTC Recommended Procedures and Guidelines

ITTC Recommended Procedures and Guidelines Page 1 of 6 Table of Contents 1. PURPOSE...2 2. PARAMETERS...2 2.1 General Considerations...2 3 DESCRIPTION OF PROCEDURE...2 3.1 Model Design and Construction...2 3.2 Measurements...3 3.5 Execution of

More information

THE EFFECT OF EMBEDMENT DEPTH ON BEARING CAPACITY OF STRIP FOOTING IN COHESIVE FRICTIONAL MEDIUM

THE EFFECT OF EMBEDMENT DEPTH ON BEARING CAPACITY OF STRIP FOOTING IN COHESIVE FRICTIONAL MEDIUM Proceedings of the 4 th International Conference on Civil Engineering for Sustainable Development (ICCESD 2018), 9~11 February 2018, KUET, Khulna, Bangladesh (ISBN-978-984-34-3502-6) THE EFFECT OF EMBEDMENT

More information

(Supplementary) Investigation Waves in a Ripple Tank

(Supplementary) Investigation Waves in a Ripple Tank Purpose In this investigation you will study the behaviour of waves in two dimensions by observing water waves in a ripple tank. A ripple tank is a shallow, glass-bottomed tank. Light from a source above

More information

Weight Optimization and Finite Element Analysis of Pressure Vessel Due to Thickness

Weight Optimization and Finite Element Analysis of Pressure Vessel Due to Thickness 2017 IJSRSET Volue 3 Issue 2 Print ISSN: 2395-1990 Online ISSN : 2394-4099 Theed Section: Engineering and Technology Weight Optiization and Finite Eleent Analysis of Pressure Vessel Due to Thickness Rashi

More information

Analysis of Pressure Rise During Internal Arc Faults in Switchgear

Analysis of Pressure Rise During Internal Arc Faults in Switchgear Analysis of Pressure Rise During Internal Arc Faults in Switchgear ASANUMA, Gaku ONCHI, Toshiyuki TOYAMA, Kentaro ABSTRACT Switchgear include devices that play an important role in operations such as electric

More information

Equation 1: F spring = kx. Where F is the force of the spring, k is the spring constant and x is the displacement of the spring. Equation 2: F = mg

Equation 1: F spring = kx. Where F is the force of the spring, k is the spring constant and x is the displacement of the spring. Equation 2: F = mg 1 Introduction Relationship between Spring Constant and Length of Bungee Cord In this experiment, we aimed to model the behavior of the bungee cord that will be used in the Bungee Challenge. Specifically,

More information

Bottom End-Closure Design Optimization of DOT-39 Non-Refillable Refrigerant Cylinders

Bottom End-Closure Design Optimization of DOT-39 Non-Refillable Refrigerant Cylinders Y. Kisioglu a) Department of Mechanical Education, Kocaeli University, Izmit, Kocaeli, 41100, Turkey J. R. Brevick Industrial and Systems Engineering, The Ohio State University, Columbus, Ohio G. L. Kinzel

More information

AN EXPERIMENTAL STUDY OF REGULAR LONG CRESTED WAVES OVER A CRESCENT TYPE SHOAL

AN EXPERIMENTAL STUDY OF REGULAR LONG CRESTED WAVES OVER A CRESCENT TYPE SHOAL Journal of Marine Science and Technology, Vol., No., pp. - () DOI:./JMST--- AN EXPERIMENTAL STUDY OF REGULAR LONG CRESTED WAVES OVER A CRESCENT TYPE SHOAL Wen-Kai Weng, Jaw-Guei Lin, and Chun-Sien Hsiao

More information

INTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING Volume 1, No 4, 2010

INTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING Volume 1, No 4, 2010 Effect of geometric dimensions on the transmission coefficient of floating breakwaters Mohammad Hosein Tadayon, Khosro Bargi 2, Hesam Sharifian, S. Reza Hoseini - Ph.D student, Department of Civil Engineering,

More information

CHAPTER 30 INTERFERENCE OF SMALL STRUCTURES IN THE VICINITY OF LARGE STRUCTURES. Subrata K. Chakrabarti, F. ASCE and Sumita Chakrabarti

CHAPTER 30 INTERFERENCE OF SMALL STRUCTURES IN THE VICINITY OF LARGE STRUCTURES. Subrata K. Chakrabarti, F. ASCE and Sumita Chakrabarti CHAPTER 30 INTERFERENCE OF SMALL STRUCTURES IN THE VICINITY OF LARGE STRUCTURES Subrata K. Chakrabarti, F. ASCE and Sumita Chakrabarti Abstract The purpose of this paper is to investigate the effect of

More information

Transactions on Ecology and the Environment vol 12, 1996 WIT Press, ISSN

Transactions on Ecology and the Environment vol 12, 1996 WIT Press,   ISSN Open boundary condition for unsteady open-channel flow K. Mizumura Civil Engineering Department, Kanazawa Institute of Technology, 7-1 Ogigaoka, Nonoichimachi, Ishikawa Pref. 921, Japan Abstract Initial

More information

PHY 221: Wavefunction, Wave Superposition, Standing Waves on a String

PHY 221: Wavefunction, Wave Superposition, Standing Waves on a String PHY 221: Wavefunction, Wave Superposition, Standing Waves on a String Objective Write a mathematical function to describe the wave. Describe a transverse wave and a longitudinal wave. Describe frequency,

More information

4-3 Rate of Change and Slope. Warm Up. 1. Find the x- and y-intercepts of 2x 5y = 20. Describe the correlation shown by the scatter plot. 2.

4-3 Rate of Change and Slope. Warm Up. 1. Find the x- and y-intercepts of 2x 5y = 20. Describe the correlation shown by the scatter plot. 2. Warm Up 1. Find the x- and y-intercepts of 2x 5y = 20. Describe the correlation shown by the scatter plot. 2. Objectives Find rates of change and slopes. Relate a constant rate of change to the slope of

More information

Analysis of Shear Lag in Steel Angle Connectors

Analysis of Shear Lag in Steel Angle Connectors University of New Hampshire University of New Hampshire Scholars' Repository Honors Theses and Capstones Student Scholarship Spring 2013 Analysis of Shear Lag in Steel Angle Connectors Benjamin Sawyer

More information

FEA ANALYSIS OF PRESSURE VESSEL WITHDIFFERENT TYPE OF END CONNECTIONS

FEA ANALYSIS OF PRESSURE VESSEL WITHDIFFERENT TYPE OF END CONNECTIONS FEA ANALYSIS OF PRESSURE VESSEL WITHDIFFERENT TYPE OF END CONNECTIONS Deval Nitin Bhinde 1 and Rajanarsimha S. 2 1 MTech CAD-CAM & Robotics, 2 Facculty, Department of Mechanical Engineering K.J. Somaiya

More information

CHAPTER 14 VIBRATIONS & WAVES

CHAPTER 14 VIBRATIONS & WAVES Physics Approximate Timeline Students are expected to keep up with class work when absent. CHAPTER 14 VIBRATIONS & WAVES Day Plans for the day Assignments for the day 1 Section 14.1 Periodic Motion o Definitions

More information

MECHANISM AND COUNTERMEASURES OF WAVE OVERTOPPING FOR LONG-PERIOD SWELL IN COMPLEX BATHYMETRY. Hiroaki Kashima 1 and Katsuya Hirayama 1

MECHANISM AND COUNTERMEASURES OF WAVE OVERTOPPING FOR LONG-PERIOD SWELL IN COMPLEX BATHYMETRY. Hiroaki Kashima 1 and Katsuya Hirayama 1 MECHANISM AND COUNTERMEASURES OF WAVE OVERTOPPING FOR LONG-PERIOD SWELL IN COMPLEX BATHYMETRY Hiroaki Kashima 1 and Katsuya Hirayama 1 Recently, coastal disasters due to long-period swells induced by heavy

More information

What is a wave? Even here the wave more or less keeps it s shape and travelled at a constant speed. YouTube. mexicanwave.mov

What is a wave? Even here the wave more or less keeps it s shape and travelled at a constant speed. YouTube. mexicanwave.mov Waves What is a wave? Waves transmit a disturbance / energy from one part of a material to another. The energy is transmitted without substantial movement of the material. Waves occur in lots of places,

More information

EXPERIMENTAL STUDY ON THE HYDRODYNAMIC BEHAVIORS OF TWO CONCENTRIC CYLINDERS

EXPERIMENTAL STUDY ON THE HYDRODYNAMIC BEHAVIORS OF TWO CONCENTRIC CYLINDERS EXPERIMENTAL STUDY ON THE HYDRODYNAMIC BEHAVIORS OF TWO CONCENTRIC CYLINDERS *Jeong-Rok Kim 1), Hyeok-Jun Koh ), Won-Sun Ruy 3) and Il-Hyoung Cho ) 1), 3), ) Department of Ocean System Engineering, Jeju

More information

Influence of rounding corners on unsteady flow and heat transfer around a square cylinder

Influence of rounding corners on unsteady flow and heat transfer around a square cylinder Influence of rounding corners on unsteady flow and heat transfer around a square cylinder S. K. Singh Deptt. of Mech. Engg., M. B. M. Engg. College / J. N. V. University, Jodhpur, Rajasthan, India Abstract

More information

An Innovative Solution for Water Bottling Using PET

An Innovative Solution for Water Bottling Using PET An Innovative Solution for Water Bottling Using PET A. Castellano, P. Foti, A. Fraddosio, S. Marzano, M.D. Piccioni, D. Scardigno* DICAR Politecnico di Bari, Italy *Via Orabona 4, 70125 Bari, Italy, scardigno@imedado.poliba.it

More information

Modelling and Simulation of Environmental Disturbances

Modelling and Simulation of Environmental Disturbances Modelling and Simulation of Environmental Disturbances (Module 5) Dr Tristan Perez Centre for Complex Dynamic Systems and Control (CDSC) Prof. Thor I Fossen Department of Engineering Cybernetics 18/09/2007

More information

PROPAGATION OF LONG-PERIOD WAVES INTO AN ESTUARY THROUGH A NARROW INLET

PROPAGATION OF LONG-PERIOD WAVES INTO AN ESTUARY THROUGH A NARROW INLET PROPAGATION OF LONG-PERIOD WAVES INTO AN ESTUARY THROUGH A NARROW INLET Takumi Okabe, Shin-ichi Aoki and Shigeru Kato Department of Civil Engineering Toyohashi University of Technology Toyohashi, Aichi,

More information

Fatigue Life Evaluation of Cross Tubes of Helicopter Skid Landing Gear System

Fatigue Life Evaluation of Cross Tubes of Helicopter Skid Landing Gear System IJSRD - International Journal for Scientific Research & Development Vol. 3, Issue 04, 2015 ISSN (online): 2321-0613 Fatigue Life Evaluation of Cross Tubes of Helicopter Skid Landing Gear System Madhu S

More information

Wave phenomena in a ripple tank

Wave phenomena in a ripple tank Wave phenomena in a ripple tank LEP Related topics Generation of surface waves, propagation of surface waves, reflection of waves, refraction of waves, Doppler Effect. Principle Water waves are generated

More information

6.6 Gradually Varied Flow

6.6 Gradually Varied Flow 6.6 Gradually Varied Flow Non-uniform flow is a flow for which the depth of flow is varied. This varied flow can be either Gradually varied flow (GVF) or Rapidly varied flow (RVF). uch situations occur

More information

Applying Hooke s Law to Multiple Bungee Cords. Introduction

Applying Hooke s Law to Multiple Bungee Cords. Introduction Applying Hooke s Law to Multiple Bungee Cords Introduction Hooke s Law declares that the force exerted on a spring is proportional to the amount of stretch or compression on the spring, is always directed

More information

The Challenge of Wave Scouring Design for the Confederation Bridge

The Challenge of Wave Scouring Design for the Confederation Bridge 13: Coastal and Ocean Engineering ENGI.8751 Undergraduate Student Forum Faculty of Engineering and Applied Science, Memorial University, St. John s, NL, Canada MARCH 2013 Paper Code. (13 - walsh) The Challenge

More information

Displacement-based calculation method on soil-pile interaction of PHC pipe-piles

Displacement-based calculation method on soil-pile interaction of PHC pipe-piles Seattle, WA Displacement-based calculation method on soil-pile interaction of PHC pipe-piles Dr. Huang Fuyun Fuzhou University 31 st May, 217 Outline Background ing introduction ing results Simple calculation

More information

Offshore Wind Turbine monopile in 50 year storm conditions

Offshore Wind Turbine monopile in 50 year storm conditions TMR7 Experimental methods in marine hydrodynamics - lab exercise 3 2017 Offshore Wind Turbine monopile in 50 year storm conditions Trygve Kristiansen and Erin Bachynski, Trondheim, 20.09.2017 Background

More information

Experimental Determination of Temperature and Pressure Profile of Oil Film of Elliptical Journal Bearing

Experimental Determination of Temperature and Pressure Profile of Oil Film of Elliptical Journal Bearing International Journal of Advanced Mechanical Engineering. ISSN 2250-3234 Volume 4, Number 5 (2014), pp. 469-474 Research India Publications http://www.ripublication.com Experimental Determination of Temperature

More information

3 1 PRESSURE. This is illustrated in Fig. 3 3.

3 1 PRESSURE. This is illustrated in Fig. 3 3. P = 3 psi 66 FLUID MECHANICS 150 pounds A feet = 50 in P = 6 psi P = s W 150 lbf n = = 50 in = 3 psi A feet FIGURE 3 1 The normal stress (or pressure ) on the feet of a chubby person is much greater than

More information

Vertical Uplift Capacity of a Group of Equally Spaced Helical Screw Anchors in Sand

Vertical Uplift Capacity of a Group of Equally Spaced Helical Screw Anchors in Sand SECM/15/080 Vertical Uplift Capacity of a Group of Equally Spaced Helical Screw Anchors in Sand S. Mukherjee 1* and Dr. S. Mittal 2 1 Amity University, Noida, India 2 Indian Institute of Technology, Roorkee,

More information

Basics of Flow measurement using Hot-film anemometer

Basics of Flow measurement using Hot-film anemometer Basics of Flow easureent using Hot-fil aneoeter Version 1.0 1/9 Inhaltsverzeichnis: 1. Definitions 1.1. Air Velocity 1.2. Aount (of Gas) 1.. Flow 1..1. Mass flow rate 1..2. Voluetric flow rate 1... Standard

More information